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REVIEWED BLD2021-1362+Structural_Calculations+2.10.2022_2.08.14_PM+2674297Page 1 of 30 Ross Engineering Design Inc Watkins and Tollefson ADU STRUCTURAL CALCULATIONS IN ACCORDANCE WITH THE 2018 IBC 633 Walnut Street, Edmonds, WA 98020 Job Number 21034 2.9.2022 y PN N . 1?0 Q� of WASyiN S cam, �i Z 21 34 46411 'QFGISTER�� SS�4N Ak- ELECTRONIC COPY ORIGINAL ON FILE AT ROSS ENGINEERING DESIGN For LCI, Inc Ross Engineering Design, Inc 425-314-2373 ryan.ross@rossengineer.com Page 2 of 30 Ross project: Watkins and Tollefson ADU by: AA sheet #: Engineering location: 633 Walnut Street, Edmonds, WA 98020 date: 8/2/2021 Design client: LCI, Inc job #: 21034 Inc Gravity Design Page 3 of 30 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA98020 date: 8/2/2021 client: LCI, Inc job #: 21034 Governing Codes General - 2018 International Building Code Wood - ANSI / AF&PA NDS - 2018 ANSI / AF&PA SDPWS - 2018 Loads - ASCE / SEI 7-16 Concrete - ACI 318 - 14 Roof Loads Dead Load On Sheathing On Truss/Rafter On Beam/Girder Min. w/ Uplift For Lateral Roofing 3.50 psf 3.50 psf 3.50 psf 2.00 psf 3.50 psf Sheathing 1.50 1.50 1.50 1.00 1.50 Insulation 1.00 1.00 1.00 Sprinkler Ceiling 2.50 2.50 2.50 Lights 0.50 0.50 0.50 Trusses 4.00 2.00 4.00 Mechanical 1.00 1.00 1.00 Solar M isc 0.50 4.00 4.00 Total 5.50 psf 14.00 psf 18.00 psf 6.00 psf 13.00 psf Snow Load Ground Snow Load Pg = Pg = 20 psf Minimum Roof Snow Load = 25 psf Exposure Factor Ce = Ce = 1.0 Thermal Factor Ct = Ct = 1.0 Slope Factor Cs = Cs = 1.0 0.7CeCtCslsPg Design Roof Snow Load Ps = Ps = 14 psf = 25 psf minumum roof snow load controls Wood Floor Loads Dead Loads Floor Covering Gyperete Sheathing Insulation Sprinkler Ceiling Lights Joist Mechanical Misc Total Live Loads Residential Balcony On Sheathing On Joist/Truss On Beam/Girder For Lateral 2.50 psf 2.50 psf 2.50 psf 2.50 psf 2.50 2.50 2.50 2.50 2.50 2.50 2.50 0.50 0.50 0.50 2.00 2.00 1.00 1.00 1.00 1.00 3.00 1.00 6.00 psf 12.00 psf 12.00 psf 11.00 psf 40 psf 60 psf where applicable Page 4 of 30 Ross project: Watkins and Tollefson ADU by: AA sheet #: Engineering location: 633 Walnut Street, Edmonds, WA 98020 date: 2/9/2022 Design client: LCI, Inc job #: 21034 Inc DECK TYPE MAPS MAIN FLOOR 0 i 0 0 ROOF DL-ck Type Lase° � Two W...... Self Truss Roof Exterior Deck Vet... duper DL [ksf] Truss Roof ❑ 0.DO1 0.017 Page 5 of 30 Ross project: Watkins and Tollefson ADU by: AA sheet #: Engineering location: 633 Walnut Street, Edmonds, WA 98020 date: 2/9/2022 Design client: LCI, Inc job #: 21034 Inc AREA LOADS MAPS MAIN FLOOR o a ROOF Label Additive PreDQ... PostDL... LLIksf] LL Type ,area Load Balcony ❑ D.06 LL-Reduce Bal cony y Snow ❑ 0.025 SL Snow Snow Residential Residential ❑ 0.04 LL-Reduce Page 6 of 30 ' G P1 L1 P2_L1 P3_L1 P4 L1 O GB1 O GB2 0 GB3 O m C7 m � P5_L1 P16 P17 P8 L1 P9_L1 O GB16 O GB17 O GB18 O GB5 v m m P10_L1 P18 P19 P13_L1 P1 L1 GB19 GB20 GB21 GB7 ch m � m C7 P17 L1 P18 L1 P19 L1 O GB10 O GB9 O P15_L1 P16 L1 O GB12 O P2 Llj P2 F 5 F125 F 6 F48 F47 F49 Loads: DL PreComp - PreComposite Dead Load Results for LC 1, Service Dead FOUNDATION KEY PLAN 21034.REV3.rn EL: Page 7 of 30 x H1 H2 + H3 Ha Bn on Co Of H6 B18 ML ■ J23 J46 J45 H10 H9 , H8 , H7 J44 H11 M J43 rn N rn B48 m N D m J42 06 ~ J41 B31 ■ Loads: DL PreComp - PreComposite Dead Load Results for LC 1, Service Dead ROOF J40 0 N m J39 ■ J24 ■ N M m m M m N m ■ J26 ■ J38 J37 J36 N m N m J35 J34 ■ J27 ■ KEY PLAN 21034.rfl Page 8 of 30 Company Feb 9, 2022 AM IIRISA Job Nu r 11:00 ed ob Number Checked By: A NEMETSCHEK COMPANY Model Name Wood Material Properties I hd True r)nfnFa0. Cneri= r:rnrle rm Gmnrl Aln Thnrm r).n rkff 1 DF#1 Solid Sa.. Visually Graded Douglas Fir -Larch No.1 1 0.3 0.3 0.035 2 DF#2 Solid sa.. Visually Graded Douglas Fir -Larch No.2 1 0.3 0.3 0.035 3 HF#2 solid Sa.. Visually Graded Hem -Fir No.2 1 0.3 0.3 0.035 4 HF STUD Solid Sa.. Visually Graded Hem -Fir Stud 1 0.3 0.3 0.035 5 24F-1.8E DF Balanced Glulam NDS Table 5A 24F-1.8E DF BAL na 1 0.3 0.3 0.035 6 24F-1.8E DF Unbalan... Glulam NDS Table 5A 24F-1.8E DF UNBAL na 1 0.3 0.3 0.035 7 PARALLAM SCL TrusJoist 2.0E DF Parallam PSL na 1 0.3 0.3 0.035 8 LVL SCL TrusJoist 1.9E TimberStrand LSL na 1 0.3 0.3 0.035 9 PT 4x Post Custom N/A PT 4x Post na 1 0.3 0.3 0.035 10 PT 6x Post Custom N/A PT 6x Post na 1 0.3 0.3 0.035 11 PT 10 Custom N/A PT 10" na 1 0.3 0.3 0.06 12 PT 12 Custom N/A PT 12" na 1 0.3 0.3 0.06 13 PT 6x12 Custom N/A PT 6x12 max na 1 0.3 0.3 0.035 14 PT 6x16 Custom N/A PT 6x16 max na 1 0.3 0.3 0.035 15 RIGID Custom N/A RIGID na 1 0.3 0.3 0.035 Custom Wood Properties I ahal Ph fkcl Ff fkcil Fv rkcil Fr. fkcil F fkcil Fn; fkcil Tvna f.P 1 PT 4x Post 0.68 0.42 0.12 1.04 1235 447 Visually... 2 PT 6x Post 0.46 0 0.3 0.112 0.46 1045 380 Visually... 3 PT 10" 0.748 0.42 0.12 1.04 1235 447 Usually... 4 PT 12" 0.68 0.42 0.12 1.04 1235 447 Visually... 5 PT 6x12 max 1 0.54 0.28 0.112 0.4 1045 380 Visually... 6 PT 6x16 max 0.525 0.28 0.112 0.4 1045 380 Visually... 7 RIGID 1000 1000 1000 1000 1e+6 1e+6 Usually... Deck General Properties I ahal Mntarinl Tx/na Hark I Inhrararlfftl AAav Rnanrffl 1 None Wood Deck 0 in 50 50 2 Truss Roof Wood Deck 0.5 in 50 50 3 Exterior Deck Wood Deck 1.5 in 50 50 4 6 In Slab Conc2500NW 6 in 50 50 Deck Loads I ahal Twn Wnv RAHWf fksfl Ciinar ni rkzfl (:nnct n1 fksfl r..nnst 1 1 fksfl 1 None 2.917e-6 0 0 0 2 Truss Roof 0.001 0.017 0 0 3 Exterior Deck 0.004 0.002 0 0 4 6 In Slab 0.072 0.002 0 0 Design Deflection Parameters I ahal nl naflfinl nl Rafln I I r)aflrinl I I Rath n1 +I I naflfinl n1 +1 1 R r:;tannry naflfinl Ratin f:atannry naflfinl Ratin 1 GENERAL 360 360 1 240 SL 360 None 360 2 2x4 360 360 240 SL 360 None 360 3 2x6 360 360 240 SL 360 None 360 RISAFloor Version 15.0.4 [CA ... 1... 1... 1... \2100\21034 Watkins and Tolleson ADU_LCIIREV3ICALCS\21034.REV3.rfl] Page 1 Page 9 of 30 Company Feb 9, 2022 AM IIIRISA JobNuDesigner Checked ed Job Number Checked By: A NEMETSCHEK COMPANY Model Name Design Deflection Parameters (Continued) I oH.I ni n.flrinl ni Ro+in I I n flrinl I I Ro+in ni +I I n.flrinl ni +I I R n.flrinl Ro+in noflrinl Rofln 4 2x8 360 360 240 SL 360 None 360 5 2x10 360 360 240 SL 360 None 360 6 2x12 360 360 240 SL 360 None 360 7 410 360 360 240 SL 360 None 360 8 HEADER 360 360 1 240 SL 360 None 360 9 3x GLULAM 360 360 1 240 SL 360 None 360 10 5x GLULAM 360 360 1 240 SL 360 None 360 11 6x GLULAM 360 360 1 240 SL 360 None 360 12 SCL BEAM 360 360 1 240 SL 360 None 360 13 SCLFLUSH BEAM 360 360 1 240 SL 360 None 360 14 TRUSS 1000 1000 1000 SL 1000 None 360 15 1 JOIST 360 480 240 SL 360 None 360 16 EXIST 1000 1000 1000 SL 1000 None 17 POST 240 360 360 None 360 None 360 18 GB 360 360 240 SL 360 None 360 Uniform Area Loads I ohol Ar+r H". Dronl rie.fl D—fnI M, efl I I r4efl I I Tvro %A r4efl nvn I norlrlrefl 1 None LL-Reduce 2 Balcony 0.06 LL-Reduce 3 Snow 0.025 SL 4 Residential 0.04 LL-Reduce Combinations I ohol Cn lvo Coto For Coto For Coto For Coto For Coto Forfnr Coto Port— Coto Pont— Coto Forfnr Coto Fort— Coto Fortnr 1 Service Dead Yes DL 1 2 Service Dead + Live Yes DL 1 LL 1 3 Service D+ S Yes DL 1 SL 1 4 Service D + L + S Yes DL 1 LL 0.75 SL 0.75 5 ASC E 2.3.2-1 Yes DL 1.4 6 ASCE 2.3.2-2 Yes DL 1.2 LL 1.6 SL 0.5 7 ASCE 2.3.2-3 a Yes DL 1.2 LL 0.5 SL 1.6 Combination Design I AhPI ARIF rn Rarvira Hnt Rnh-d CnN Fnrma Wnnrl V11nnd Prnrl rnnrrAfA Masnnry rnnnactinn 1 Service Dead 0.9 Yes Yes Yes Yes Yes 2 Service Dead + Live Yes Yes Yes Yes Yes 3 Service D + S 1.15 Yes Yes Yes Yes Yes 4 Service D + L + S 1.15 Yes Yes Yes Yes Yes 5 ASCE 2.3.2-1 Yes 6 ASC E 2.3.2-2 Yes 7 ASCE 2.3.2-3 a Yes RISAFloor Version 15.0.4 [CA ... 1... 1... 1... \2100\21034 Watkins and Tolleson ADU_LCIIREV3ICALCS\21034.REV3.rfl] Page 2 Page 10 of 30 Company Feb 9, 2022 AM IIIRISA JobNuDesigner Checked ed Job Number Checked By: A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: FOUNDATION Label Size Ex icit Material Bending C... Loc ft LC Defl Check Loc ft Cat Shear Check Loc ft LC 1 X21 NotlDesignedl No RIGID I No Calc I 1 0 1 0 N/A I No Calc Beam Code Summary for Wood: MAIN FLOOR Label Size Ex icit Material Bending C... Loc 8 LC Defl Check Loc 8 Cat Shear Check Lodft LC No Data to Print ... Beam Code Summary for Wood: ROOF Label Size Exolicit Material Bendina C... Locrftl LC Defl Check Locrftl Cat Shear Check Locrftl LC 1 H4 4X8 No DF#2 0.088 1 3 0.036 0 DL 0.173 2 3 2 H5 4X8 No DF#2 0.01 3 1 0.036 0 DL 0.007 6 1 3 H6 4X8 No DF#2 0.089 1.5 3 0.036 0 DL 0.116 3 3 4 H7 4X8 No DF#2 0.161 1.312 3 0.036 0 DL 0.241 2.625 3 5 H8 4X8 No DF#2 0.177 1.375 3 0.036 0 DL 0.252 2.75 3 6 H9 4X8 No DF#2 0.161 1.312 3 0.036 0 DL 0.241 2.625 3 7 H10 4X8 No DF#2 0.211 1.5 3 0.044 1.5 DL+LL 0.275 3 3 8 H11 4X8 No DF#2 0.01 3 1 0.036 0 DL 0.007 6 1 9 H12 4X8 No DF#2 0.112 1.51 3 0.036 0 DL 0.145 3.021 3 10 H14 4X8 No DF#2 0.306 2.5 3 0.106 2.5 DL+LL 0.24 5 3 11 H15 4X8 No DF#2 0.11 1.5 3 0.036 0 DL 0.144 3 3 12 TRUSS16 NotDesi ned No HF#2 No Calc 0 0 N/A No Calc 13 B17 4X8 No DF#2 0.326 2.874 3 0.13 2.874 DL+LL 0.222 5.748 3 14 B18 4X8 No DF#2 0.326 2.874 3 0.13 2.874 DL+LL 0.222 5.748 3 15 B19 4X10 No PT 10 0.763 5.521 2 0.479 5.521 LL 0.361 11.042 2 16 B20 4X8 No PT 10 0.211 2.256 2 0.078 2.305 LL 0.178 0 2 17 B21 4X8 No PT 10 0.787 3.771 2 0.474 3.771 LL 0.428 7.542 2 18 B22 4X8 No PT 10 0.787 3.771 2 0.474 3.771 LL 0.428 7.542 2 19 J23 2X8 No PT 10 0.147 2.5 2 0.053 2.5 LL 0.13 5 2 20 J24 2X8 No PT 10 0.562 2.083 2 0.199 2.396 LL 0.466 0 2 21 S25 2X12 No PT 12 0.07 2.432 2 0.036 0 DL 0.075 4.865 2 22 J26 2X8 No PT 10 0.866 4.399 2 0.449 3.928 LL 0.605 7.542 2 23 J27 2X8 No PT 10 0.349 3.771 2 0.186 3.771 LL 0.201 7.542 2 24 S28 2X12 No PT 12 0.07 2.432 2 0.036 0 DL 0.075 4.865 2 25 TRUSS29 NotDesi ned No HF#2 No Calc 0 0 N/A No Calc 26 TRUSS30 NotDesi ned No HF#2 No Calc 0 0 N/A No Calc 27 B31 3.5X9FS No 24F-1.8E.. 0.421 9.365 3 0.776 9.365 DL+LL 0.147 18.729 3 28 S32 2X12 No PT 12 0.112 2.432 2 0.036 0 DL 0.136 4.865 2 29 S33 2X12 No PT 12 0.112 2.432 2 0.036 0 DL 0.136 4.865 2 30 J34 2X8 No PT 10 0.584 3.771 2 0.371 3.771 LL 0.381 7.542 2 31 J35 2X8 No PT 10 0.584 3.771 2 0.371 3.771 LL 0.381 7.542 2 32 J36 2X8 No PT 10 0.584 3.771 2 0.371 3.771 LL 0.381 7.542 2 33 J37 2X8 No PT 10 0.584 3.771 2 0.371 3.771 LL 0.381 7.542 2 34 J38 2X8 No PT 10 0.584 3.771 2 0.371 3.771 LL 0.381 7.542 2 35 J39 2X8 No PT 10 0.244 2.5 2 0.106 2.5 LL 0.247 5 2 36 J40 2X8 No PT 10 0.244 2.5 2 0.106 2.5 LL 0.247 5 2 37 J41 2X8 No PT 10 0.244 2.5 2 0.106 2.5 LL 0.247 5 2 38 J42 2X8 No PT 10 0.244 2.5 2 0.106 2.5 LL 0.247 5 2 RISAFloor Version 15.0.4 [CA ... 1... 1... 1... \2100\21034 Watkins and Tolleson ADU_LCIIREV3ICALCS\21034.REV3.rfl] Page 3 Page 11 of 30 Company Feb 9, 2022 AM IIIRISA JobNuDesigner Checked ed Job Number Checked By: A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: ROOF (Continued) I nhol Ci,c FvrJirh NAn4cri.1 P-Iinn !' I -rftl 1 r rletl (hark I nrrfn rn+ Chnnr nc.rk I r rfFl 1 r 39 J43 2X8 No PT 10 0.244 2.5 2 0.106 2.5 LL 0.247 5 2 40 J44 2X8 No PT 10 0.244 2.5 2 0.106 2.5 LL 0.247 5 2 41 J45 2X8 No PT 10 0.244 2.5 2 0.106 2.5 LL 0.247 5 2 42 J46 2X8 No PT 10 0.244 2.5 2 0.106 2.5 LL 0.247 5 2 43 B46 4X6 Yes DF#1 0.234 0 3 0.048 1.33 DL+LL 0.194 0 3 44 B47 4X6 Yes DF#1 0.219 0 3 0.045 1.33 DL+LL 0.18 0 3 45 B48 4X6 Yes DF#2 0.244 3.917 3 0.174 3.917 DL+LL 0.092 7.833 3 46 B49 3.5X7.5FS No 24F-1.8E.. 0.704 5.589 3 0.493 4.003 DL+LL 0.69 7.25 3 Wood Column Code Checks Ctnrk I iff Rhnna Cnrla Ch Flavrffl I C. Shpnr C..h Flavrffl nir I r Fr' rkcil Ft' rkcil Fh1' rkcil Fh9' rkcil Fv' rkq Fnn 1 P9 2 2-2X6 0.089 11 3 0 11 z 4 0.552 0.46 0.772 0.893 0.172 3.6.3 2 P14 2 2-2X6 0.089 11 3 0 11 z 4 0.552 0.46 0.772 0.893 0.172 3.6.3 3 P17 2 2-2X6 0.381 11 3 0 11 z 4 0.552 0.46 0.772 0.893 0.172 3.6.3 4 P20 2 4X4 0.062 2 3 0 2 z 4 1.367 0.724 1.173 1.173 0.138 3.6.3 5 3 4X4 0.232 11 3 0 11 z 4 0.363 0.724 1.173 1.173 0.138 3.6.3 6 P21 2 4X4 0.065 2 3 0 2 z 4 1.367 0.724 1.173 1.173 0.138 3.6.3 7 3 4X4 0.245 11 3 0 11 z 4 0.363 0.724 1.173 1.173 0.138 3.6.3 8 P7 1 1 2-2X6 0.089 11 3 0 11 z 4 0.552 0.46 0.772 0.893 0.172 3.6.3 9 P8 1 1 2-2X6 0.089 11 3 0 11 z 4 0.552 0.46 0.772 0.893 0.172 3.6.3 10 P10 1 1 2-2X6 0.193 11 3 0 11 z 4 0.552 0.46 0.772 0.893 0.172 3.6.3 11 P11 1 1 2-2X6 0.193 11 3 0 11 z 4 0.552 0.46 0.772 0.893 0.172 3.6.3 12 P14 1 1 2-2X6 0.151 11 3 0 11 z 4 0.552 0.46 0.772 0.893 0.172 3.6.3 13 P151 1 2-2X6 0.05 11 2 0 11 z 4 0.48 0.4 0.672 0.776 0.15 3.6.3 14 P181 1 4X4 0.245 11 2 0 11 z 4 0.359 0.63 1.02 1.02 0.12 3.6.3 15 P19 1 1 4X4 0.334 11 2 0 11 z 4 0.359 0.63 1.02 1.02 0.12 3.6.3 16 P20 . 1 4X4 0.148 11 2 0 11 z 4 0.359 0.63 1.02 1.02 0.12 3.6.3 17 P21 ... 1 4X4 0.347 11 2 0 11 z 4 0.359 0.63 1.02 1.02 0.12 3.6.3 18 P22 1 4X4 0.27 11 2 0 11 z 4 0.359 0.63 1.02 1.02 0.12 3.6.3 19 P23 1 4X4 0.244 11 2 0 11 z 4 0.359 0.63 1.02 1.02 0.12 3.6.3 20 P24 1 4X4 0.244 11 2 0 11 z 4 0.359 0.63 1.02 1.02 0.12 3.6.3 21 P24 1 1 2-2X6 0.541 11 3 0 11 z 4 0.155 0.46 0.772 0.893 0.172 3.6.3 22 P25 1 4X6 0.269 11 3 0.022 11 3 0.981 0.86 1.339 1.413 0.207 3.9-3 23 P26 1 4X6 0.25 11 3 0.02 11 v 3 0.981 0.86 1.339 1.413 0.207 3.9-3 24 P22 1 1 2-2X6 0.128 11 3 0 11 z 4 0.552 0.46 0.772 0.893 0.172 3.6.3 25 P23 1 1 2-2X6 0.408 11 3 0 11 z 4 0.552 0.46 0.772 0.893 0.172 3.6.3 RISAFloor Version 15.0.4 [CA ... 1... 1... 1... \2100\21034 Watkins and Tolleson ADU_LCIIREV3ICALCS\21034.REV3.rfl] Page 4 Page 12 of 30 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA 98020 date: 2/9/2022 client: LCI, Inc job #: 21034 Footings Allowable Bearing = 1500 psf Footing St Loc [ft] End Loc [ft] Length [ft] Max Base Reaction[k] Label Top Floor Bottom Floor Start Point End Point Material Type Material Set F44 37.248,5.09 39.248,5.09 2.0 1.33 F44 FOUNDATION Base N49 N50 Concrete Conc250ONV\ F45 37.248,-5.952 39.248,-5.952 2.0 1.73 F45 FOUNDATION Base N51 N52 Concrete Conc250ONV\ F46 37.248,-10.81739.248,-10.817 2.0 1.78 F46 FOUNDATION Base N53 N54 Concrete Conc2500MA F47 37.248,-18.35839.248,-18.358 2.0 1.33 F47 FOUNDATION Base N55 N56 Concrete Conc2500MA F48 44.789,-10.81746.789,-10.817 2.0 1.45 F48 FOUNDATION Base N57 N58 Concrete Conc250ONV\ F49 44.789,-18.35846.789,-18.358 2.0 1.33 F49 FOUNDATION Base N59 N60 Concrete Conc250ONV\ F125 42.248,-5.952 44.248,-5.952 2.0 0.91 F125 FOUNDATION Base N65 N66 Concrete Conc250ONV\ Footing Width (in) Result (psf) Check 24 334 0K 24 432 0K 24 446 OK 24 333 OK 24 362 OK 24 333 0K 24 228 0K Page 13 of 30 IIIRISA A NEMETSCHEK COMPANY Company Designer Job Number Model Name GRADE BEAMS Feb 9, 2022 10:22 AM Checked Concrete Properties: FOUNDATION Label E Iksil G Iksil Nu Therm /1E5... DensityrklftA31 f cfksil Lambda Flex Steelrksil Shear Stee ... 1 Conc2500NW 3156 1372 0.15 0.6 0.145 2.5 1 60 1 60 Concrete Properties : MAIN FLOOR Label E fksil G NO Nu Therm ME5... Density[kMA31 f cfksil Lambda Flex Steelrksil Shear Stee ... F-1-F Conc2500NW 3156 1372 0.15 0.6 0.145 2.5 1 60 1 60 Concrete Properties : ROOF Label E Rsil G rksil Nu Therm ME5... Densi k/ftA3 f c[ksil Lambda Flex Steel ksi Shear Stee ... 1 Conc2500NW 3156 1372 0.15 0.6 0.145 2.5 1 60 60 Beam Code Summary for Concrete: FOUNDATION Lahel Size Fxdirit Material f3endina C_. Lnrfftl LC Defl Check Lorm Cat Shear Check Lorfftl LC 1 GB1 CRECT14... No Conc2500... 0.831 6.51 6 0.235 6.25 DL 0.447 3.125 6 2 G62 CRECT14... No Conc2500... 0.821 4.143 7 0.162 4.529 DL+LL 0.545 0.964 7 3 G133 CRECT14... No Conc2500... 0.666 4.625 7 0.132 4.625 DL+LL 0.445 6.745 7 4 G134 CRECT14... No Conc2500... 0.204 4.25 5 0.036 0 DL 0.165 7.526 5 5 GB5 CRECT14... No iConc2500... 0.38 3.25 1 6 0.038 3.25 1 DL 0.359 1.016 6 6 G136 CRECT14... No Conc2500... 0.211 4.75 5 0.038 4.75 DL 0.161 0.99 5 7 G137 CRECT14... No Conc2500... 0.364 3.453 6 0.037 3.25 DL 0.355 5.484 6 8 GB8 CRECT14... No Conc2500... 0.139 3.5 5 0.036 0 DL 0.126 1.021 5 9 GB9 CRECT14... No Conc2500... 0.659 4.625 7 0.126 4.625 DL+LL 0.382 2.12 7 10 GB10 CRECT14... No Conc2500... 0.664 4.529 7 0.128 4.529 DL+LL 0.466 7.323 7 11 GB12 CRECT14... No Conc2500... 0.751 6.25 6 0.221 6.25 DL 0.445 2.604 6 12 GB13 CRECT14... No Conc2500... 0.425 4.693 7 0.044 4.339 DL 0.337 0.974 7 13 GB14 CRECT14... No Conc2500... 0.529 4.651 7 0.065 4.75 DL+LL 0.387 8.51 7 14 GB15 CRECT14... No Conc2500... 0.403 4.25 7 0.045 4.25 DL 0.326 0.974 7 15 GB16 CRECT14... No Conc2500... 0.793 5.167 6 0.167 5.167 DL 0.453 7.427 6 16 GB17 CRECT14... No Conc2500... 0.793 5.167 6 0.167 5.167 DL 0.453 7.427 6 17 GB18 CRECT14... No Conc2500... 0.793 5.167 6 0.167 5.167 DL 0.453 2.906 6 18 GB19 CRECT14... No Conc2500... 0.793 5.167 6 0.167 5.167 DL 0.453 7.427 6 19 GB20 CRECT14... No Conc2500... 0.739 5.167 6 0.157 5.167 DL 0.443 7.535 6 20 GB21 CRECT14... No Conc2500... 0.734 5.167 6 0.156 5.167 DL 0.439 7.535 6 Beam Code Summary for Concrete: MAIN FLOOR Label Size Ex licit Material Bending C... Loc ft LC Defl Check Loc ft Cat Shear Check Loc ft LC No Data to Print ... Beam Code Summary for Concrete: ROOF Label Size Ex icit Material Bending C... Loc ft LC Defl Check Loc ft Cat Shear Check Loc ft LC No Data to Print ... RISAFloor Version 15.0.4 [CA ... 1... 1... 1... \2100\21034 Watkins and Tolleson ADU_LCIIREV3ICALCS\21034.REV3.rfl] Page 1 Page 14 of 30 Company Feb 9, 2022 AM IIRISA Job NuDes�r 10:22 ed Job Number Checked By: A NEMETSCHEK COMPANY Model Name Concrete Beam Bending Reinforcement: FOUNDATION Mamhar Sharp Snnn I aftTnn I aftRnt Mid Tnn Mid Rnt Rinht Tnn Rinht Rnt 1 GB1 CRECT14X10 1 2 #5 2 GB2 CRECT14X10 1 2 #5 3 GB3 CRECT14X10 1 2 #5 4 GB4 CRECT14X10 1 2 #4 5 GB5 CRECT14X10 1 2 #4 6 GB6 CRECT14X10 1 2 #4 7 GB7 CRECT14X10 1 2 #4 8 GB8 CRECT14X10 1 2 #4 9 G139 CRECT14X10 1 2 #5 10 GB10 CRECT14X10 1 2 #5 11 GB12 CRECT14X10 1 2 #5 12 GB13 CRECT14X10 1 2 #4 13 GB14 CRECT14X10 1 2 #4 14 GB15 CRECT14X10 1 2 #4 15 GB16 CRECT14X10 1 2 #5 16 GB17 CRECT14X10 1 2 #5 17 GB18 CRECT14X10 1 2 #5 18 GB19 CRECT14X10 1 2 #5 19 GB20 CRECT14X10 1 2 #5 20 GB21 CRECT14X10 1 2 #5 Concrete Beam Bending Reinforcement: MAIN FLOOR Member Shape Span LeftTop Left Bot Mid Top Mid Bot Right Top Right Bot No Data to Print ... Concrete Beam Bending Reinforcement: ROOF Member Shape San LeftTop Left Bot Mid Top Mid Bot Right Top Ri ht Bot No Data to Print ... Concrete Beam Shear Reinforcement: FOUNDATION Memher Snan Raninn 1 Raninn 9 Raninn 3 RPninn 4 1 GB1 1 5#3 5in 5#3 5in 2 GB2 1 3#3 &5in 5#3 On 3 G63 1 4#3 5in 4#3 5in 4 G B4 1 5 GB5 1 6 GB6 1 7 GB7 1 8 GB8 1 9 GB9 1 3#3 5in 3#3 5in 10 GB10 1 4#3 Q5in 3#3 5in 11 GB12 1 4#3 5in 4#3 5in 12 GB13 1 13 GB14 1 1 #3 5in 14 GB15 1 15 GB16 1 5#3 6c 5in 5#3 e5in RISAFloor Version 15.0.4 [CA ... 1... 1... 1... \2100\21034 Watkins and Tolleson ADU_LCIIREV3ICALCS\21034.REV3.rfl] Page 2 Page 15 of 30 IIIRISA A NEMETSCHEK COMPANY Company Feb 9, 2022 Designer 10:22 AM Job Number Checked By: Model Name Concrete Beam Shear Reinforcement: FOUNDATION (Continued) MP.mhar Snan Raninn 1 Raninn 9 Raninn 3 Raninn 4 16 GB17 1 5#3 R5in 5#3 R5in 17 GB18 1 5#3 5in 5#3 5in 18 GB19 1 5#3 @5in 5#3 On 19 GB20 1 5#3 5in 5#3 45in 20 GB21 1 5#3 5in 5#3 6a5n Concrete Beam Shear Reinforcement: MAIN FLOOR Member Span Region 1 Region 2 Region 3 Re ion 4 No Data to Print ... Concrete Beam Shear Reinforcement: ROOF Member Span Re ion 1 Re ion 2 Region 3 Region 4 No Data to Print ... Page 16 of 30 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA 98020 date: 2/9/2022 client: LCI, Inc job #: 21034 Pipe Pile Loads Label Shape Reaction (K) Allow K Check P1_L1 PIPE_3.0 7.31 12.00 OK P2_L 1 P I P E_3.0 11.90 12.00 OK P3_L1 PIPE_3.0 11.69 12.00 OK P4_L 1 P I PE_3.0 6.91 12.00 OK P5_L1 PIPE_3.0 10.46 12.00 OK P8_L1 PIPE_3.0 10.19 12.00 OK P9_L 1 P I PE_3.0 5.06 12.00 OK P10_L1 PIPE_3.0 10.13 12.00 OK P 13_L 1 P I P E_3.0 9.53 12.00 OK P14_L1 PIPE_3.0 5.01 12.00 OK P15_L1 PIPE_3.0 7.28 12.00 OK P16_L1 PIPE_3.0 5.53 12.00 OK P 17_L 1 P I P E_3.0 9.26 12.00 OK P18_L1 PIPE_3.0 10.61 12.00 OK P 19_L 1 P I PE_3.0 6.89 12.00 OK P16 PIPE_3.0 11.90 12.00 OK P17 PIPE_3.0 11.95 12.00 OK P18 PIPE_3.0 11.83 12.00 OK P19 PIPE_3.0 11.24 12.00 OK P20_L1 PIPE_3.0 1.23 12.00 OK P21 _L 1 P I PE_3.0 1.40 12.00 OK Title Block Line 1 Project Title: Page 17 of 30 You can change this area Engineer: Project ID: using the "Settings" menu item Protect Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 9 FEB 2022, 10:27AM Concrete Beam File = c:\Users\Ryan\Desktop\ROSSEN-112100121034 Watkins and Tolleson ADU_LCIIREV1CALCS121034.ec6 ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31 Description : STRUCTURAL SLAB CODE REFERENCES Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc = 2.50 ksi Phi Values Flexure : 0.90 1/2 fr = fc * 7.50 = 375.0 psi Shear: 0.750 W Density = 145.0 pcf R 1 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination ASCE 7-10 16"wx6"h 16"wx6"h '-` 16"wx6"h Span=8.0 ft Span=9.50 ft Span=8.0 ft Cross Section & Reinforcing Details Rectangular Section, Width =16.0 in, Height = 6.0 in Span #1 Reinforcing.... 145 at 3.0 in from Bottom, from 0.0 to 8.0 ft in this span Span #2 Reinforcing.... 145 at 3.0 in from Bottom, from 0.0 to 9.50 ft in this span Span #3 Reinforcing.... 144 at 3.0 in from Bottom, from 0.0 to 8.0 ft in this span Applied Loads Beam self weight calculated and added to loads Loads on all spans... D = 0.080, L = 0.040 Uniform Load on ALL spans : D = 0.080, L = 0.040 ksf, Tributary Width = 1.330 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.995: 1 Section used for this span Typical Section Mu: Applied -2.530 k-ft Mn' Phi: Allowable 2.541 k-ft Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 0.000ft Span # where maximum occurs Span # 3 Overall Maximum Deflections - Unfactored Loads Service loads entered. Load Factors will be applied for calculations. Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.002 in Ratio = 40416 0.000 In Ratio = 0 <360 0.011 in Ratio = 8390 0.000 in Ratio = 999 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span D+L 1 0.0114 3.400 0.0000 0.000 D+L 2 0.0094 4.988 0.0000 0.000 D+L 3 0.0114 4.600 0.0000 0.000 Title Block Line 1 Project Title: Page 18 of 30 You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 9 FEB 2022, 10:27AM Concrete Beam File = c:\Users\Ryan\Desktop\ROSSEN-112100121034 Watkins and Tolleson ADU_LCIIREV3ICALCS121034.ec6 ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31 Lic. #: KW-06009956 Licensee : Ross Engineering Design Description : STRUCTURAL SLAB Page 19 of 30 Ross project: Watkins and Tollefson ADU by: AA sheet #: Engineering location: 633 Walnut Street, Edmonds, WA 98020 date: 8/2/2021 Design client: LCI, Inc job #: 21034 Inc Lateral Design Page 20 of 30 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA 98020 date: 8/2/2021 client: LCI, Inc job #: 21034 ASCE 7 Seismic Design Parameters Risk Category: II ASCE Table 1.5-1 Importance Factors ASCE Table 1.5-2 Seismic, IE = 1.00 Site Soil Class: D ASCE Table 20.3-1 Or Geotechical Response Accelerations: For Lattitude = 47.81 degrees Recommendation & Longitude =-122.38 degrees https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=47.86&longitude=-122.22&riskCategory=II&siteClass=D&title=Example Mapped spectral response acceleration Ss= 1.27 g site -specific S1= 0.498 g site -specific Fa = 1.00 ASCE Table 11.4-1 Fv= 1.80 ASCE Table 11.4-2 Maximum spectral response acceleration ASCE 11.4.4 SMs = FaSs = 1.27 g SM1= FvS1= 0.897 g Design spectral response acceleration ASCE 11.4.5 Sos = (2/3) SMs = 0.846 g Sol = (2/3) SM1= 0.598 g Seismic Design Category: Based on SDS = D ASCE Table 11.6-1 Based on Spl = D ASCE Table 11.6-2 Controlling Category = D Building Period: Structure Type = 4 1- Steel moment resisting frame ASCE 12.8.2.1 Building Height hn = 9 ft 2 - Concrete moment reisisting frame Ct = 0.02 3 - Eccentrically braced steel frame x = 0.75 4 - All other structural systems Approximate fundamental period Ta = Ct x hxn = 0.10 seconds Response Coefficient: R = 6.50 ASCE Table 12.2-1 Q0 = 2.50 Cs = Sps/(R/IE) = 0.130 ASCE 12.8.1.1 Cs(max) = SDi/(RTa/IE) = 0.886 CS(min) = 0.037 Controlling Cs = 0.130 Seismic Design Force: V = CSW = 0.130 W (ult) ASCE 12.8.1 V = CsW/1.4 = 0.093 W (asd ) rho = 1.0 Base Shear = 2.8 Kips 8/2/2021 Page 21 of 30 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA98020 date: 8/2/2021 client: LCI, Inc job #: 21034 Seismic Story Shear Story Weights Level 1 Roof 13.0 psf 856 sq ft 11.1 Exterior Wall Above 0 plf 0 ft 0.0 Exterior Wall 45 plf 128 ft 5.8 Interior Wall Above 0.0 psf 0 sq ft 0.0 Interior Wall 5.6 psf 856 sq ft 4.8 Low Roof 0.0 psf 0 sq ft 0.0 Other psf sq ft 0.0 21.7 k Story Shear CS = 0.130 (ult ) Height Weight Ve Level hx (ft) wx (k) hXwX Fx (k) 1 9.00 21.7 195 2.82 Total = Vtotal = Cs x Y'wx Fx = Vtotal x hxwx Y-hxwx Diaphragm Shear SAS = 0.846 IC = 1.00 21.7 195 2.82 Base Shear V = 2.82 k 2.82 k Weight Story Shear Dia. Shear Max Fpx Min Fpx Controlling Level wi (k) Sw; Fi (k) SF; Fpx (k) (k) (k) Fpx (k) 1 21.7 21.7 2.82 2.82 2.82 7.34 3.67 3.67 Max Fpx =0.40xIPxSpSxW; = 0.34 x w; Min Fpx=0.20xIpxSDSxWi= 0.17 xwi Page 22 of 30 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA 98020 date: 8/2/2021 client: LCI, Inc job #: 21034 ASCE 7 Wind Design Parameters Risk Category II Design Wind Speed V 100 mph Exposure Category B Enclosure Classification Enclosed K,t Topographic Factor 1.0 Kd Directionality Factor 0.85 Ground Elevation = 0-1000 ft Wind Loads, Components and Cladding ASCE 7 Section 30.3, h<60ft Height h, z 9 ft Roof Slope = 27 Degrees Slope Reduction Factor = 1 Applied to GCp; Velocity Pressure Coefficient a 7 z 30 zg 1200 Kh,Z = 2.01(z/zg)2/a = 0.70 Velocity Pressure Ke = 1 q,,h = 0.0026K,K,tKdK,V2 = 15.2 psf GCp; Internal Pressure Coeffecient 0.18 +/- Design Wind Pressure p = q,,h(GCp - GCp) psf Area Zone 4, 5 Zone 4 Zone 5 Zone 4, 5 Zone 4 Zone 5 Gcpi (+) Gcpi (-) Gcpi (-) p inward p outward p outward 10 1.000 -1.100 -1.400 18.0 -19.5 -24.1 20 0.947 -1.047 -1.294 17.2 -18.7 -22.5 50 0.877 -0.977 -1.153 16.1 -17.6 -20.3 100 0.823 -0.923 -1.047 15.3 -16.8 -18.7 150 0.792 -0.892 -0.985 14.8 -16.3 -17.8 200 0.770 -0.870 -0.941 14.5 -16.0 -17.1 300 0.739 -0.839 -0.878 14.0 -15.5 -16.1 500 0.700 -0.800 -0.800 13.4 -14.9 -14.9 IBC Table 1604.5 Figure 26.5-1 Section 26.7 Section 26.12 Figure 26.8-1 Table 26.6-1 Table 26.9-1 Section 26.10.1 Equation 26.10-1 Table 26.13-1 Figure 30.3-1 Page 23 of 30 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA98020 date: 8/2/2021 client: LCI, Inc job #: 21034 Wind Loads Main Wind Force Resisting System ASCE 7 - Chapter 28 Part II Wind Criteria Risk Category: II Basic Wind Speed (V) (ult) = 100 mph Exposure = B k = 1.00 Kzt = 1.00 Roof Angle = 27 deg Average Roof Height = 12 ft Plate Height (H) = 9 ft Least Horiz Dimension (L) = 26.5 ft 0.10L = 2.65 ft 0.4(H) 5 ft a min = max of 3ft or 0.04L = 3 ft a = 3 ft 2a = 6.0 ft Simplified Design Wind Pressure Load Case 1 Load Case 2 Minimum controlling Zone P530 (psf) I P5 (psf) P 31(psf) F P5 (psf) I P, (psf) P, (psf) A 19.9 19.9 0.0 0.0 16.0 19.9 B 12.2 12.2 0.0 0.0 8.0 12.2 C 14.2 14.2 0.0 0.0 16.0 16.0 D 9.8 9.8 0.0 0.0 8.0 9.8 E 1.4 1.4 -3.4 -3.4 --- ---- F -10.8 -10.8 -6.6 -6.6 --- ---- G 0.5 0.5 -0.9 -0.9 --- ---- H -9.3 -9.3 -4.2 -4.2 --- ---- EoH -6.3 -6.3 0.0 0.0 --- ---- GoH -7.2 -7.2 0.0 0.0 --- ---- 8/2/2021 Page 24 of 30 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA 98020 date: 8/2/2021 client: LCI, Inc job #: 21034 Wind Story Shear FRONT TO BACK Zone A Zone B 19.9 ps (psf) 12.2 ps (psf) Level Area (ft2) Area (ft2) Zone C 16 ps (psf) Area (ft2) Zone D 9.8 ps (psf) Area (ft2) V,, (K) 1 68 52 153 86 5.28 SIDE TO SIDE Zone A 19.9 ps (psf) Level Area (ft2) Zone B 12.2 ps (psf) Area (ft2) Zone C 16 ps (psf) Area (ft2) Zone D 9.8 ps (psf) Area (ft2) VW (K) 1 61 81 84 72 4.25 8/2/2021 Page 25 of 30 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA 98020 date: 8/2/2021 client: LCI, Inc job #: 21034 Story Shear Summary FRONT TO BACK Level Seismic VE (K) Accumulated Wind Vw (K) Accumulated 1 2.82 2.82 5.28 5.28 SIDE TO SIDE Level Seismic VE (K) Accumulated Wind Vw (K) Accumulated 1 2.82 2.82 4.25 4.25 8/2/2021 Page 26 of 30 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA 98020 date: 8/2/2021 client: Cl,LInc job #: 21034 Roof Diaphragm and Chord Design Unblocked Diaphragm Allowable Shear per NDS Table 4.26 (asd) G = 0.43 SGAF = [1-(0.5-G)] = 0.93 Sheathing Grade Common Nail Size Minimum Fastener Penetration into Framing Mimimum Nominal Panel Thickness Minimal Nominal Framing Width V Seismic V Wind plf plf Case 1 Case 2, 3, 4, 5, 6 Case 1 Case 2, 3, 4, 5, 6 Struct I 6d 1-1/4 5/16 2 153 116 214 163 3 172 130 242 181 8d 1-3/8 3/8 2 223 167 312 235 3 246 186 344 260 10d 1-1/2 15/32 2 265 200 372 279 3 298 223 416 312 Sheathing and Single Floor 6d 1-1/4 5/16 2 140 102 195 144 3 158 116 221 163 3/8 2 153 116 214 163 3 172 130 242 181 8d 1-3/8 3/8 2 200 149 279 209 3 223 167 312 235 7/16 2 214 158 300 221 3 237 177 332 246 15/32 2 223 167 312 235 3 246 186 344 260 10d 1-1/2 15/32 2 237 177 332 246 3 270 200 377 279 19/32 2 265 200 372 279 3 298 223 416 312 Check Roof Diaphragm FRONT TO BACK Case 2 Suport Perpendicular to Shear V (ult) Dia. D v (asd) (k) (ft) (plf) Seismic 3.67 49 < 177 . 26.5 Wind 5.28 60 < 246 OK SIDE TO SIDE Case 2 Suport Perpendicular to Shear V (ult) Dia. D v (asd) (k) (ft) (plf) Seismic 3.67 Wind 4.25 37.5 Check Tyical Chord For Maximum Force Vmax (ult) = 3.17 k (asd) Diaphragm Width = 37.5 ft Diaphragm Depth = 26.5 ft Plate Size 2x6 Ft allow = 525 psi Chord Splice Capacity = (16) 16d nails = 16 x 122 lb x 1.6 = 34 < 177 OK 34 < 246 OK M = 14.85 kft T = M/D = 560 lb At = 8.25 Tallow = Ft allow x At x Cd = 6930 lb > 3123.2 lb > T OK 560 OK Page 27 of 30 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA 98020 date: 8/2/2021 client: LCI, Inc job #: 21034 Wood Shear Wall Schedule NDS Table 4.3A max stud spacing = 16" oc ? yes specific gravity: 0.43 specific gravity miltiplier = 0.93 Seismic panel panel fastener nail (common or nail edge spacing grade thickness penetration galvanized box) 6 4 3 2 5/16" 11/4 6d 186 279 363 474 3/8" 13/8 8d 260 400 512 679 C - D (Struct 1) 7/16" 13/8 8d 260 400 512 679 13/8 8d 260 400 512 679 15/32" 1112 10d 316 474 618 809 11/4 6d 186 279 363 474 31 13/8 8d 242 353 456 595 7/16" 138 8d 242 353 456 595 C-D „ 3s 1 8d 242 353 456 595 15/32 11/2 10d 288 428 558 716 19/32" 11/2 10d 316 474 618 809 Wind panel grade panel thickness fastener penetration nail (common or galvanized box) 6 nail edge spacing 4 3 2 5/16" 11/4 6d 260 391 508 664 3/8" 13/8 8d 365 560 716 950 C - D (Struct 1) 7/16" 13/8 8d 365 560 716 950 13/8 8d 365 560 716 950 15/32" 11/2 10d 443 664 866 1133 11/4 6d 260 391 508 664 3/8" 13/8 8d 339 495 638 833 C D 7/16" 15/32" 19/32" 13/8 13/8 11/2 11/2 8d 8d 10d 10d 339 339 404 443 495 495 599 664 638 638 781 866 833 833 1003 1133 Sheathing Capacities Shear Wall Panel Label Grade Panel Thickness # of Sides Sheathed Nail Size Nail Spacing Seismic (plf) Wind (plf) 1 C-D 7/16" 1 8d 6 242 339 2 C-D 7/16" 1 8d 6 242 339 3 C-D 7/16" 1 8d 4 353 495 4 C-D 7/16" 1 8d 3 456 638 5 C-D 7/16" 1 8d 2 595 833 6 C-D 7/16" 2 8d 3 911 1276 Page 28 of 30 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA98020 date: 8/2/2021 client: LCI, Inc job #: 21034 Shearwall Connections Shear Clips Simpson Shear Connectors, pg 190 Sill Plate Connection to Concrete NDS Table 11E G = 0.43 CD = 1.6 CM = 1.0 Sole Plate Connection to Rim/Blocking NDS Table 11J & 11N, ESR-2236 G = 0.43 CD = 1.6 CM = 1.0 Connection Capacities Fastener Allowable Shear (lb) LS50 630 LTP4 575 A34 445 A35 600 16d TOENAIL 75 Bolt Diameter Side Member Z (lb) VON 1/2" 1-1/2" 590 944 5/8" 1-1/2" 860 1376 3/4" 1-1/2" 1200 1920 1/2" 2-1/2" 730 1168 5/8" 2-1/2" 1070 1712 3/4" 2-1/2" 1400 2240 Dowel Side Member Z (lb) Z' (lb) 16d 1.5 122 195 SDS1/4x6 2.5 245 392 Shear Wall Label Shear Clips Type Spacing Capacity Sill Plate Size Anchor Spacing Capacity Sole Plate Size Dowel Spacing Capacity Controlling Capacity 1 16d TOENAIL 6 150 2x 5/8" 48 344 2x 16d 6 390 150 2 LTP4 24 288 2x 5/8" 48 344 2x 16d 6 390 288 3 LTP4 18 383 2x 5/8" 32 516 2x 16d 4 586 383 4 LTP4 14 493 2x 5/8" 24 688 2x 16d 4 586 493 5 LTP4 10 690 2x 5/8" 18 917 2x 16d 3 781 690 6 LTP4 7 986 3x 5/8" 18 1141 3x SDS1/4x6 4 1176 986 Page 29 of 30 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA98020 date: 8/2/2021 client: LCI, Inc job #: 21034 Shear Wall Braced Lines FRONT TO BACK Tributary M) SIDE TO SIDE Tributary M Level Level Label 1 Label 1 GRID FB1 50 GRID SS1 25 GRID FB2 50 GRID SS2 25 GRID GRID SS3 50 GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID TOTAL 100 TOTAL 100 SHEARWALL DESIGN Ve = Accumulated seismic shear on Braced Line (k) ve= Design seismic shear on the design panel (plf) Vw = Accumulated wind shear on Braced Line (k) vw = Design wind shear on the design panel (plf) Ltot = Total shear panel length in Braced Line (ft) ve a = Allowable seismic shear of the design panel (plf) H = Plate height (ft) vw a = Allowable wind shear of the design panel (plf) Lsw = Length of design shear panel for overturning (ft) Tr = Tributary roof/floor (ft) L1, 2, 3 = Length of shear panels between openings in a perforated shear wall (ft) La = Adjacent wall length (ft) Hopg = Height of opening in a perforated wall (ft) Ta = Adjacent tributary roof/floor (ft) Co = Reduction factor for a perforated shear wall P1 = Design panel weight (lb) Ratio = Height -length aspect ratio of a shear segment P2 = Adjacent wall weight (lb) 2L/H = Aspect ratio reduction factor T = Overturning tension (lb) Seg. = Segmental Shear Wall per SPDWS 4.3.5.1 C = Overturning compression (lb) Force = Force Transfer Shear Wall per SPDWS 4.3.5.2 Perf. = Segmental Shear Wall per SPDWS 4.3.5.3 V 8/2/2021 Page 30 of 30 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA 98020 date: 8/2/2021 client: LCI, Inc job #: 21034 LEVEL 1 FRONT TO BACK Shearwall Design E T/C W T/C GRID Ve Vw Ltot H Type Lsw L1 L2 L3 Hopg Co Ratio 2L/H SW ve ve a vw vw a Tr La Ta P1 P2 Above Above E T/C W T/C Holdown FB1 1.41 2.64 13.75 9.00 Seg. 13.75 1.00 0.65 1.00 1 72 150 115 150 2 4 2 1040 302 0 0 -175 214 NOT REQ'D FB2 1.41 2.64 15.5 9.00 Seg. 7 1.00 1.29 1.00 1 64 150 102 150 2 4 2 529 302 0 0 7 352 NOT REQ'D 2.82 5.28 LEVEL 1 SIDE TO SIDE Shearwall Design E T/C W T/C GRID Ve Vw Ltot H Type Lsw L1 L2 L3 Hopg Co Ratio 2L/H SW ve ve a vw vw a Tr La Ta P1 P2 Above Above E T/C W T/C Holdown SS1 0.71 1.06 6.5 9.00 Seg. 3.25 1.00 2.77 0.72 1 76 150 98 150 2 4 2 246 302 0 0 259 458 NOT REQ'D SS2 0.71 1.06 4.25 9.00 Seg. 4.25 1.00 2.12 0.94 2 116 228 150 288 12 4 2 780 302 0 0 354 658 STHD14 SS3 1.41 2.13 12.8 9.00 Seg. 12.8 1.00 0.70 1.00 1 77 150 100 150 12 4 1 2350 259 0 0 -739 -537 NOT REQ'D 2.82 4.25